GeotechMemo.pdf

Form FHWA-201 (Rev. 11-67)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

Use this form in lieu of transmittal slips within Dept. of Trans. When message comment is to be retained as file material. Do not prepare carbons. Not to be used in lieu of Form FHWA-121 for informal correspondence.

P a g e | 1 cc: TS Reading, Highway, Bridge.

M:\PROJECTS\_FWS\TREM\10(1)\Techserv\Geotech\Reports\Preliminary Memo\Memo submitted on October 2022\GeotechMemo_TREM 10(1)_March 2022.docx

SUBJECT: Project FWS_TREM 10(1) –Preliminary Foundation Recommendations for the Proposed New Culverts at Entrance Road

TO MESSAGE/COMMENT FROM/DATE

Dan Weston Project Manager

Through:

S.

Whittemore Project Management Branch Chief

INTRODUCTION

This Geotechnical Memorandum presents the results of our subsurface exploration and laboratory testing analyses and discusses our evaluations and recommendations for the foundations of proposed new culverts at Entrance Road (Rte 010) in Trempealeau National Wildlife Refuge in Trempealeau and Buffalo Counties, Wisconsin as shown in Figure 1, Appendix A.

GENERAL PROJECT INFORMATION AND SCOPE

Entrance Road, together with the existing bridge, is considered the primary access and is frequently overtopped by floodwaters, limiting access to the refuge.

Marshland Road is mainly a levee trail used as secondary access to the refuge.

We understand that seepage has been observed near its toe.

Current project objectives are to improve access to the Entrance Road and reduce seepage on Marshland Road.

Site Geology

The USGS State Geologic Map Compilation (SGMC), 2017 indicates that the subject sites are in the Cambrian geological unit of the Phanerozoic to Cambrian age. The major lithology of this formation is Sandstone and the minors are Dolostone and Shale. The geologic map is shown in Figure 2, Appendix A.

PROCEDURES AND RESULTS

General

The Eastern Federal Lands Highway Division (EFLHD) conducted a subsurface exploration program at the sites between October 21st and November 2nd, 2019. Borings BH 19-01, BH 19-03, and BH 19-05 were drilled in Marshland Road and extended to depths of 72 ft, 82 ft, and 72 ft below existing site grades, respectively. Borings BH 19-06, BH 19-08, BH 19- 09.5, and BH 19-11 were drilled in Entrance Road and extended to depths of 62 ft, 62 ft, 52 ft, and 52 ft below existing site grades, respectively.

All borings were advanced to their termination depths using a CME 750 ATV-mounted rotary drill rig. Borings were laid out by EFLHD field personnel by referencing ground surface topography, measuring distances from existing surface features, estimating right angles, and utilizing a hand-held GPS unit.

Due to the methods used to locate the borings in the field, boring locations

L. Boulware, Ph. D Geotechnical Engineer

Through:

M.

Abouzakhm, PE Division Geotechnical Engineer

Oct. 26, 2022

LOURDES

POLANCO

BOULWARE

Digitally signed by

LOURDES POLANCO

BOULWARE

Date: 2022.10.26 10:31:56 -04'00'

MOUNIR A

ABOUZAK

HM

Digitally signed by

MOUNIR A

ABOUZAKHM

Date: 2022.10.27 11:59:06 -04'00'

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

Use this form in lieu of transmittal slips within Dept. of Trans. When message comment is to be retained as file material. Do not prepare carbons. Not to be used in lieu of Form FHWA-121 for informal correspondence.

P a g e | 2 shown in Appendix B should be considered approximate. Ground surface elevations at the boring locations were determined from topography plans provided by the EFLHD Survey Division.

Boring locations were selected by EFLHD geotechnical engineer based on the location of existing and proposed structures, presence of utilities, and accessibility of the drilling rig.

Sampling

All borings were advanced to their termination depths using 3¾- inch (ID) Hollow-Stem Augers (HSA). Standard Penetration Tests (SPT) were performed using a 2¼-inch (OD) split-spoon sampler in accordance with AASHTO T-206. SPT soil samples were typically recovered by driving the split-spoon sampler a distance of 24 inches, into the soil under the action of a 140-pound automatic hammer free-falling 30 inches. The number of hammer blows required to advance the sampler through each 6-in. interval was recorded on field boring logs sampler. The number of hammer blows required to advance the split-spoon sampler to the middle foot of the 24-inch sample is designated as the “Standard Penetration Resistance” or N-Value.

Upon completion of each SPT, the sampler was removed from the ground and sample recovery measurements were made and recorded for each sampling event. A field description by color, texture, and moisture was made for each recovered sample. Representative portions of split-spoon samples were preserved in glass jars for laboratory testing. The sampling sequence and associated jar samples for each boring may be referenced on the boring logs in Appendix C. All soil samples were transported to EFLHD’s Materials Testing Laboratory in Sevierville, Tennessee for laboratory testing and storage.

Groundwater level readings were made in the boreholes at the times and under the conditions stated on the boring logs. Fluctuations in groundwater level due to seasonal variations, rainfall, temperature, and other factors not evident at the time measurements were made should be expected

Data Summary

The results of the field tests and measurements were recorded on the driller’s logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods, samples attempted and recovered, indications of materials encountered. They also contain interpretations by the exploration foreman of the subsurface conditions based on the performance of the equipment and cuttings brought to the surface by the drilling tools.

Therefore, the field data represents both factual and interpretative information.

P a g e | 3

Laboratory Testing

A laboratory testing program was conducted on representative soil samples recovered during the subsurface exploration. The primary purpose of the testing program was to aid in the classification and evaluation of the soil engineering properties present at the site. Laboratory tests included natural moisture content (AASHTO T-265), Atterberg limits (AASHTO T-89 & T- 90), particle size analysis (AASHTO T-11 & T-27).

Other tests, such as organic content, (AASHTO T-267), pH testing (AASHTO T-289), concentration of sulfate (AASHTO T-290), and Chlorides (AASHTO T-291) were also performed on representative soil samples. All tests were conducted in accordance with applicable ASTM/AASHTO standard test methods.

The results of the laboratory testing program are presented in Appendix D and are summarized in Table 1 below.

Table 1 – Summary of Soil Laboratory Test Results

Boring No. Sample No.

Sample Depth

(ft)

Moisture Content

Fines (%) AASHTO USCS pH Sulfates

(ppm) Chlorides

(ppm)

BH 19-01 J-3 10-12 19.8 0.9 - SP - - -

BH 19-01 J-12 40-42 22.3 16.9 - SM - - -

BH 19-01 J-14 50-52 33.2 43.2 A-4(0) SM - - -

BH 19-03 J-4 15-17 29.7 43.3 - SM 5.8 27.5 4.9

BH 19-03 J-11 35-37 45.9 48.1 A-4(1) SM - - -

BH 19-03 J-13 45-47 28.7 44.1 - SM - - -

BH 19-05 J-2 3-5 7.3 7.5 - SP-SM - - -

BH 19-05 J-8 18-20 23.5 12.6 - SM 6.2 19.2 3.3

BH 19-05 J-13 40-42 36.5 76.9 A-7-5(13) MH - - -

BH 19-05 J-15 50-52 36.3 61.2 A-7-5(14) MH - - -

BH 19-06 J-4 8-10 112.3 9.4 A-3 SP-SM 5.7 51.2 5.2

BH 19-06 J-6 13-15 23.5 14.2 A-2-4(0) SM - - -

BH 19-06 J-10 25-27 11.8 2.8 - SW - - -

BH 19-06 J-13 40-42 25.5 6.9 - SP-SM - - -

BH 19-08 J-5 10-12 108.5 5.5 A-3 SP-SM 6.1 218.4 5

BH 19-08 J-11 30-32 25.2 3.1 - SP - - -

BH 19-09.5 J-3 5-7 24.8 4.3 A-3 SP - - -

BH 19-09.5 J-4 8-10 24.1 3.4 A-3 SP - - -

BH 19-11 J-1 1-3 12.9 8.8 A-3 SP-SM - - -

BH 19-11 J-4 8-10 33.6 7 A-3 SP-SM 6.4 158.1 20.2

USCS: Unified Soil Classification System

Findings

The boring logs in Appendix C represent a compilation of field and laboratory data and descriptions of the soil samples by a geotechnical engineer. These records occasionally may not include all data recorded on driller’s logs and field data sheets but do include all information considered relevant to the design and preparation of this memo.

P a g e | 4

The Borings Location Map and Subsurface Profile sheets in Appendix B represent generalized subsurface profile illustrating the general soil conditions that may be anticipated. A brief description of the soil conditions encountered in the borings is presented below. The stratification lines designating soil types and the interfaces between soil types in the boring logs in Appendix C represent approximate boundaries. The transition between materials may be gradual. It should be noted that one or more of the units may be absent at specific locations. Each of the soil types has been grouped according to its engineering properties and classification.

Marshland Road (Borings BH 19-01, BH 19-03, and BH 19-05)

FILL: poorly-graded SAND with SILT (SP-SM)

Levee embankment fill material was encountered underneath the existing road surface and extended to approximate depths of 8.0 ft. to 10.0 ft below existing site grades. The fill consisted primarily of poorly-graded sand with silt. SPT N-values recorded within the fill materials ranged from 3 to 36 blows/ft (bpf), indicating very lose to dense relative densities.

SILTY SAND (SM)

Underneath the levee fill, a layer of very loose to medium dense silty sand was encountered and extended to the termination depths of the soil borings. SPT N-values recorded within this layer ranged from 0 bpf (weight of hammer) to 30 bpf, A layer of very soft elastic silt with sand (MH), was encountered in BH 19-05.

This layer extended from 32.0 ft. to 60.0 ft below existing site grades.

Groundwater

The highest groundwater was encountered at an approximate depth of 5.4 ft below existing site grades in boring BH 19-05 during our drilling operations.

Entrance Road (BH 19-06, BH 19-08, BH 19-09.5, and BH 19-11)

FILL: Poorly-graded SAND with SILT (SP-SM)

Fill material was encountered underneath the road surface and extended to approximate depths of 5.0 ft. to 8.0 ft below existing site grades. The fill consisted primarily of poorly-graded sand with silt. SPT N-values recorded within the fill materials ranged from 3 to 31 bpf., indicating very loose to medium dense relative densities.

Silty SAND (SM), Poorly-graded SAND with SILT (SP-SM), and Well-Graded

SAND (SW)

Underneath the fill material, various layers of silty sand (SM), poorly graded sand with silt (SP-SM), and well-graded sand (SW) were encountered and extended to the termination depths of the soil borings SPT N-values recorded within the residual soils ranged from 0 bpf (weight of hammer) to 62 bpf., indicating very loose to dense relative densities.

P a g e | 5

Groundwater

The highest groundwater was encountered at a depth of 3.0 ft below existing site grades in borings BH 19-08 and BH 19-09.5 during our drilling operations.

GEOTECHNICAL EVALUATION

Based on the subsurface conditions encountered in the borings and the proposed developments, we recommend supporting the new culverts for Entrance Road on a system of deep foundations such as helical piles to reduce anticipated settlement and minimize future repair and maintenance requirements. Marshland (levee) Road is outside the scope of this memo.

DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and tests described in the section Procedures and Results of this memorandum have been conducted in accordance with standard practices and procedures. The results of these exploration and tests represent conditions at the specific locations indicated. Subsurface conditions beyond these locations may vary. The Analyses Recommendations sections of this memorandum include interpretations and recommendations developed by the Government in the process of preparing the design. These interpretations are not intended as a substitute for the personal investigation, independent interpretation, and judgment of the Contractor.

References:

AASHTO LRFD Bridge Design Specifications, 2017, 8th Ed., Washington, D.C. American Association of State Highway and Transportation Officials.

Horton, John D., 20170818, The State Geologic Map Compilation (SGMC) Geodatabase of the Conterminous United States: U.S.

Geological Survey data release DOI: 10.5066/F7WH2N65, U.S.

Geological Survey, Denver, CO.

Enclosures:

Appendix A– Figures Appendix B– Boring Location Map and Subsurface Profile Appendix C– Boring Logs Appendix D– Laboratory Test Results Appendix E– Selected Site Photograph

Project FWS_TREM 10(1)

Madison Milwaukee

La Crosse

Eau Claire§̈¦94

§̈¦43

§̈¦90

§̈¦94

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

FIGURE 1

REG

Site Location and Vicinity Map CENT

STATE

WIS

PROJECT

FWS_TREM 10(1)

SHEET

NO.

TOTAL

SHEETS

Data to create map retrieved from https://support.esri.com/en/technical-article/000004341 t^Project

! Major Cities Interstate Roads

0 40 80 120 16020 Miles

Entrance Rd.Marshland Rd.

U.S DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

FIGURE 2

REG

Geologic Map

CENT

STATE

WIS

PROJECT

FWS_TREM 10(1)

SHEET

NO.

TOTAL

SHEETS

Horton, John D., 20170818, The State Geologic Map Compilation (SGMC) Geodatabase of the Conterminous United States:

U.S. Geological Survey data release DOI: 10.5066/F7WH2N65, U.S. Geological Survey, Denver, CO. https://doi.org/10.5066/F7WH2N65

Retrieved from https://mrdata.usgs.gov/geology/state/ U.S. Geological Survey t CAmu - Middle and Upper Cambrian - Sandstone CAu - Cambrian, undivided - Sandstone CAu - Upper Cambrian - Sandstone Dm - Middle Devonian - Dolostone Dmu - Middle and Upper Devonian - Dolostone Oa - Ancell Group - Sandstone Ol - Lower Ordovician - Dolostone Omu - Middle and Upper Ordovician - Shale Op - Prairie du Chien Group - Dolostone Osi - Sinnipee Group - Dolostone Ou - Upper Ordovician - Limestone Wgn - Gneiss, migmatite, and amphibolite - Gneiss Wif - Banded iron-formation and associated volcanogenic rocks - Banded-iron-formation Wmg - Layered metagabbro - Metagabbro Wt - Tuff breccia schist and minor iron-formation - Schist XAf - Fault rocks - Mylonite

Xf - Felsic metavolcanic rocks of 1835- to 1845-Ma age group - Rhyolite Xft - Foliated tonalite - Granodiorite Xg - Granitic rocks, undivided - Granite Xgb - Gabbro - Gabbro Xgc - Granite near Cherokee - Granite Xggn - Granite gneiss - Gneiss Xggr - Gneissic granite - Granite Xgn - Gneiss and amphibolite - Gneiss Xgr - Alkali feldspar granite of 1835 Ma age group - Alkali-feldspar-granite Xgt - Granodiorite-tonalite - Granodiorite Xmc - Milladore Volcanic Complex - Metasedimentary Xmi - Mafic metavolcanic rocks - Basalt Xmv - Mafic to felsic metavolcanic rocks - Metavolcanic Xtg - Felsic volcanic and volcanogenic rocks - Metavolcanic Xv - Volcanic rocks, undivided - Volcanic

CAu

Op

CAmu

SOIL DATA

NO. USCSDESCRIPTIONDEPTHSAMPLESOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

PE

R

C

EN

T

FI

N

ER

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% COBBLES

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 0.3 3.2 26.2 69.4 0.9

(ft.)

TREM 10(1)

TREMPEALEAU NATIONAL WILDLIFE REFUGE

EFLHD/FHWA

BH-01/J-3 10-12

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 0.0 0.0 4.7 78.4 16.9

BH-01/J-12 40-42

0.0 0.0 0.0 0.0 2.7 54.1 43.2

BH-01/J-14 50-52 Silty sand SM

0.0 0.0 0.2 0.3 5.9 50.3 43.3

BH-03/J-4 15-17 T-289 ph= 5.8

0.0 0.0 0.0 0.0 21.2 30.7 48.1

BH-03/J-11 35-37 Silty sand SM

Project No.:

Project:

Client:

Particle Size Distribution Report

PE

R

C

EN

T

FI

N

ER

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% COBBLES

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 0.0 0.0 0.0 55.9 44.1

(ft.)

TREM 10(1)

TREMPEALEAU NATIONAL WILDLIFE REFUGE

EFLHD/FHWA

BH-03/J-13 45-47

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 0.0 0.0 1.1 91.4 7.5

BH-05/J-2 3-5

0.0 0.0 0.0 0.0 2.5 84.9 12.6

BH-05/J-8 18-20 T-289 ph= 6.2

0.0 0.0 0.0 0.0 0.8 22.3 76.9

BH-05/J-13 40-42 Elastic silt with sand MH

0.0 0.0 0.0 0.0 4.2 34.6 61.2

BH-05/J-15 50-52 Sandy elastic silt MH

Project No.:

Project:

Client:

Particle Size Distribution Report

PE

R

C

EN

T

FI

N

ER

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% COBBLES

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 0.8 0.3 27.0 62.5 9.4

(ft.)

TREM 10(1)

TREMPEALEAU NATIONAL WILDLIFE REFUGE

EFLHD/FHWA

BH-06/J-4 8-10 Poorly graded sand with silt T-289 ph= 5.7 SP-SM

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 0.0 0.3 1.3 84.2 14.2

BH-06/J-6 13-15 Silty sand SM

0.0 12.6 17.7 10.9 47.5 8.5 2.8

BH-06/J-10 25-27

0.0 0.0 0.0 0.0 0.9 92.2 6.9

BH-06/J-13 40-42

0.0 0.0 0.0 0.0 26.7 67.8 5.5

BH-08/J-5 10-12 Poorly graded sand with silt T-289 ph=6.1 SP-SM

Project No.:

Project:

Client:

Particle Size Distribution Report

PE

R

C

EN

T

FI

N

ER

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% COBBLES

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 0.0 0.0 3.5 93.4 3.1

(ft.)

TREM 10(1)

TREMPEALEAU NATIONAL WILDLIFE REFUGE

EFLHD/FHWA

BH-08/J-11 30-32

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 0.0 0.0 6.7 89.0 4.3

BH-9.9/J-3 5-7 Poorly graded sand SP

0.0 0.0 0.0 0.0 11.5 85.1 3.4

BH-9.5/J-4 8-10 Poorly graded sand SP

0.0 1.5 0.4 0.3 3.8 85.2 8.8

BH-11/J-1 1-3 Poorly graded sand with silt SP-SM

0.0 0.0 0.0 0.0 11.1 81.9 7.0

BH-11/J-4 8-10 Poorly graded sand with silt T-289 ph=6.2 SP-SM

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.) AASHTO

TREM 10(1)

TREMPEALEAU NATIONAL WILDLIFE REFUGE

EFLHD/FHWA

A-4(0)NPNVNP33.250-52BH-01/J-14

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-4(1)7362945.935-37BH-03/J-11

A-7-5(13)14503636.540-42BH-05/J-13

A-7-5(14)23613836.350-52BH-05/J-15

A-3NPNVNP112.38-10BH-06/J-4

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PL

AS

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C

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Y

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D

EX

PI

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A-7-6

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INDEXLIMITLIMITCONTENTNO.

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NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.) AASHTO

TREM 10(1)

TREMPEALEAU NATIONAL WILDLIFE REFUGE

EFLHD/FHWA

A-2-4(0)NPNVNP23.513-15BH-06/J-6

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-3NPNVNP108.510-12BH-08/J-5

A-3NPNVNP24.85-7BH-9.9/J-3

A-3NPNVNP29.18-10BH-9.5/J-4

A-3NPNVNP12.91-3BH-11/J-1

10 30 50 70 90 110

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PL

AS

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D

EX

PI

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L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.) AASHTO

TREM 10(1)

TREMPEALEAU NATIONAL WILDLIFE REFUGE

EFLHD/FHWA

A-3NPNVNP33.68-10BH-11/J-4

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

10 30 50 70 90 110

LIQUID LIMIT

PL

AS

TI

C

IT

Y

IN

D

EX

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

Project X REPORT S191205F Corrosion Engineering Page 1 Corrosion Control – Soil, Water, Metallurgy Testing Lab

29990 Technology Dr, Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com

Results Only Soil Testing for

FHWA-EFLHD Lab Testing -

TERM 10(1)

December 9, 2019

Prepared for:

Michael D. Kelso

S&ME, Inc.

1413 Topside Rd.

Louisville, TN 37777 mkelso@smeinc.com

Project X Job#: S191205F Client Job or PO#: 3243-19-092, Ph. 400

Respectfully Submitted, Eduardo Hernandez, M.Sc., P.E.

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(p ar ts p er m ill io

n) o f d ry so il w ei gh t

N D

N ot D et ec te d

|N T

N ot T es te d |U nk

U nk no w n C he m ic al

A na ly si s p er fo rm ed o n 1:

So il- To

-W at er ex tra ct

Figure No. 1: Forge Creek Bridge #1

Figure No. 2: Location of BH18-02

Figure No. 3: Location of BH18-03

Figure No. 4: Location of BH18-04

Figure No. 5: Location of BH18-05

Figure No. 6: Location of BH18-08

Figure No. 7: Location of BH18-09